作业帮求建筑专业英语高手翻译下
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求建筑专业英语高手翻译下
The experimental set-up is the same as described in Part I, regarding the basic geometry of the specimens, the con- crete mixes composition, the accelerated carbonation pro- cess, the exposure conditions and pre-corrosion of steel reinforcement before the application of the current [1]. The compositions of the six concrete mixes considered are
briefly reported here for clarity (for details see Table 1 in Part I). Four concrete mixes (A, B, C and D) were made with limestone portland cement (CEM II/A-LL 42.5R) with water/cement ratios of 0.55 and 0.70 and with or without the addition of chloride (0.4% by mass of cement). The other two concrete mixes (E and F) were made with ground granulated blastfurnace slag cement (CEM III/B), with w/c ratios of 0.55 and 0.70.
All the specimens were wet cured for a week and then subjected to accelerated carbonation. Carbonation was checked with phenolphthalein tests on sacrificial speci- mens, non-destructive measurements of internal MMO electrodes and direct phenolphthalein test on thin slices cut from each specimen. After complete carbonation, the specimens were aged for about 1 year before the beginning of CP tests. During the ageing period, some specimens were exposed to a wet environment to promote steel cor- rosion (pre-corroded specimens, only made with concrete mixes C, D and F, that having a higher w/c ratio, were fully carbonated in a relatively short time), while the others were kept in the laboratory environment.
Before the beginning of CP tests, a permanent anodic system was applied on the surface of the specimens, con- sisting of an activated titanium mesh embedded in a layer of mortar with a thickness of approximately 20 mm. The mortar was prepared with 300 kg m-3 of CEM II/A-LL
42.5R, 195 kg m-3 of water (w/c = 0.65), 1938 kg m-3 of
limestone aggregates with maximum size of 4 mm and addition of a commercial acrylic superplasticiser to obtain a S5 consistence class (according to EN 206-1 standard). The final geometry of the specimens is shown in Fig. 1. After the application of the anodic system, the specimens were wet cured for a week at 95% RH and 20 C.
The tests were carried out in two different environments: the ‘‘wet’’ environment at 98% RH and the ‘‘dry’’ envi- ronment at 85% RH. Cathodic protection was applied with a current density of 10 mA m-2 preceded by an initial start-up current density of 100 mA m-2 for 3 weeks
The experimental set-up is the same as described in Part I, regarding the basic geometry of the specimens, the con- crete mixes composition, the accelerated carbonation pro- cess, the exposure conditions and pre-corrosion of steel reinforcement before the application of the current [1]. The compositions of the six concrete mixes considered are
briefly reported here for clarity (for details see Table 1 in Part I). Four concrete mixes (A, B, C and D) were made with limestone portland cement (CEM II/A-LL 42.5R) with water/cement ratios of 0.55 and 0.70 and with or without the addition of chloride (0.4% by mass of cement). The other two concrete mixes (E and F) were made with ground granulated blastfurnace slag cement (CEM III/B), with w/c ratios of 0.55 and 0.70.
All the specimens were wet cured for a week and then subjected to accelerated carbonation. Carbonation was checked with phenolphthalein tests on sacrificial speci- mens, non-destructive measurements of internal MMO electrodes and direct phenolphthalein test on thin slices cut from each specimen. After complete carbonation, the specimens were aged for about 1 year before the beginning of CP tests. During the ageing period, some specimens were exposed to a wet environment to promote steel cor- rosion (pre-corroded specimens, only made with concrete mixes C, D and F, that having a higher w/c ratio, were fully carbonated in a relatively short time), while the others were kept in the laboratory environment.
Before the beginning of CP tests, a permanent anodic system was applied on the surface of the specimens, con- sisting of an activated titanium mesh embedded in a layer of mortar with a thickness of approximately 20 mm. The mortar was prepared with 300 kg m-3 of CEM II/A-LL
42.5R, 195 kg m-3 of water (w/c = 0.65), 1938 kg m-3 of
limestone aggregates with maximum size of 4 mm and addition of a commercial acrylic superplasticiser to obtain a S5 consistence class (according to EN 206-1 standard). The final geometry of the specimens is shown in Fig. 1. After the application of the anodic system, the specimens were wet cured for a week at 95% RH and 20 C.
The tests were carried out in two different environments: the ‘‘wet’’ environment at 98% RH and the ‘‘dry’’ envi- ronment at 85% RH. Cathodic protection was applied with a current density of 10 mA m-2 preceded by an initial start-up current density of 100 mA m-2 for 3 weeks
sections．问题补充：请不要用自动翻译器,来捣乱,谢谢~ 需要对屋顶,反之,主要框架成员支持的金属继续的海鹦自然地提供秋天.建筑压力导致使用较平曲线